Research Article  Open Access
Yongqiang Hu, Peiyuan Lin, "Probabilistic Prediction of Maximum Tensile Loads in Soil Nails", Advances in Civil Engineering, vol. 2018, Article ID 3410146, 12 pages, 2018. https://doi.org/10.1155/2018/3410146
Probabilistic Prediction of Maximum Tensile Loads in Soil Nails
Abstract
This paper presents the development of a simplified model for estimation of maximum nail loads during or at completion of construction of soil nail walls. The developed simplified nail load model consists of two multiplicative components: the theoretical nail load and the correction factor. The theoretical nail load is computed as the product of lateral active Earth pressure at nail depth and the nail tributary area. The correction factor is introduced to account for the difference between the theoretical and the measured nail loads. A total of 85 measured nail load data were collected from the literature; out of which, 74 were used to develop a simple formulation for the correction factor, whereas the remaining 11 were used for validation. After the validation, the model was updated using all 85 data. The updated simplified nail load model was demonstrated to be accurate on average (mean of model factor equal to 1), and the spread in prediction quantified as the coefficient of variation of the model factor was about 40%. Here, model factor is the ratio of measured to estimated nail load. The randomness of the model factor was also verified. Finally, the model factor was demonstrated to be a lognormal random variable. The proposed simplified nail load model is beneficial due to its simplicity and quantified model uncertainty; thus it is practically valuable to both direct reliabilitybased design and load and resistance factor design of soil nail wall internal limit states.
1. Introduction
Estimation of maximum tensile loads for soil nails during or at completion of construction of soil nail walls is of great practical interests to wall design engineers. Due to the nailsoil interactions, tensile loads develop along soil nails as the nailed soil mass deforms. Failures due to nail pullout or yield in tension take place when the maximum tensile load in a nail exceeds its ultimate pullout capacity or yield tensile strength [1].
There have been several models proposed in the literature for estimation of maximum loads of soil nails during or at completion of wall construction. Juran and Elias [2] developed a modified apparent Earth pressure diagram model which was later found to be not practical as the estimated nail loads are very sensitive to input parameters such as soil friction angle and soil cohesion. Juran et al. [3] proposed a kinematical approach to compute nail loads as the wall construction proceeds and validated their approach using one case study. The underlying model uncertainty of the kinematical approach is not reported in the literature. The Federal Highway Administration (FHWA) soil nail wall design manuals [1, 4, 5] provide a simplified model for nail load estimation. Lin et al. [6] evaluated the model uncertainty of the FHWA simplified model using 45 measured maximum nail load data they collected from the literature and concluded that the default FHWA simplified nail load equation is excessively conservative on average and the estimation scatters widely. Moreover, the model factor of the FHWA equation is not a random variable as it is statistically correlated to some of the input parameters and the calculated nail load. Here, model factor is the ratio of measured to calculated nail load. They then modified the FHWA simplified nail load model to improve onaverage accuracy, reduce spreads in prediction accuracy, and remove the dependency between model factor and input parameters and calculated nail load. Indeed, the dependency issue has been reported for various geotechnical models, e.g., bearing capacity of foundations [7–9], both pullout capacities and tensile loads of reinforcing elements in reinforced soil walls [6, 10–13], and deflection of cantilever walls [14]. Removal of this type of dependency is important for geotechnical reliabilitybased design as emphasized in ISO2394:2015 Annex D [15] and Phoon [16]. Influence of the dependency on reliability analysis outcomes was discussed by Lin and Bathurst [17].
In this study, a total of 85 measured data for maximum nail tensile loads during or at completion of wall construction are first collected from the literature and divided into two data groups. The first data group is used to develop a simplified model for nail load estimation based on the two regression approaches introduced in Dithinde et al. [18]. The developed simplified model is then validated using the other data group. The simplified model proposed by the present study is advantageous when compared to the default and modified FHWA simplified nail load models from the perspectives of number of empirical constants (i.e., two versus three and five), onaverage accuracy (i.e., accurate versus conservative), spread in prediction accuracy (i.e., about 40% versus about 45% and 50%), and dependency between model factor and input parameters or computed nail load. Finally, the distribution of the model factor of the proposed equation is also discussed.
2. Formulation of Simplified Model for Calculation of Maximum Nail Loads
A soil nail wall system is typically divided into an active zone and a passive zone by a potential slip surface, as shown in Figure 1. Nails are installed immediately after excavation of each level to provide both pullout resistance against global failure and restraint against lateral deformation of the excavated ground. Tensile loads are then developed along nails mainly due to the frictional interaction between nails and the surrounding soil and the soilstructure interaction between the facing and the soil at nail heads [19]. The lateral Earth pressure acting within a tributary area where a soil nail center is carried by that nail. Based on this mechanism, the tensile load in a soil nail can be calculated as follows:where is the theoretical nail load computed as is the horizontal Earth pressure at depth of nail head as defined in Figure 1; is the active Earth pressure coefficient computed using Coulomb theory; is the soil unit weight; is the surcharge load; and are the horizontal and vertical nail spacing, respectively; and is the empirical correction factor introduced to account for errors arising from underlying model errors, variability in soil properties, and all types of uncertainties in sites, etc. The Coulomb is computed as follows:where = face batter angle; = effective soil friction angle; = back slope angle; and = interface friction angle between the wall face and soil.
The formulation structure of Equation (1) is consistent to those currently used in AASHTO [20] and FHWA [21] for estimation of loads in reinforcing elements such as steel strip, steel grid, and geosynthetic sheet (geogrid or geotextile). The only difference is the expression of the empirical term which is dependent on the type of reinforcing elements. One of the advantages of Equation (1) is the compatibility in formulation with those for design of different types of reinforced soil walls per AASHTO [20] and FHWA [21]. The remaining of this study is focused on the development of simple expression of for soil nails.
3. Database of Maximum Soil Nail Loads under Working Conditions
This study developed a large database of measured soil nail loads based on two components. The first is the database that was developed by Lin et al. [6] (walls W1 to W9 in Table 1), and the second is new data that we collected from the literature (walls W10 to W19 in Table 1). Summary of the wall geometry, soil type and properties, nail arrangement, and surcharge loading conditions for those soil nail walls are shown in Table 1; while detailed descriptions are provided in the following.

Lin et al. [6] developed a database of measured shortterm maximum tensile loads of soil nails. Here, shortterm means that the nail loads were recorded during or at completion of wall construction. There were 45 data points from nine soil nail walls included in their database; all the walls were constructed, instrumented, and monitored within the United States for different applications. In Table 1, walls W1 and W2 by Banerjee et al. [22] were nearby each other; W1 was constructed below an existing bridge abutment, whereas W2 was not beneath the bridge abutment but about 15 m to the west. Wall W3 by Shen et al. [23] was a fullscale field prototype built as a part of the systematic studies on in situ Earth retaining structures. Wall W4 by Juran and Elias [2] was featured by both the inclined facing and upper ground back slope. Temporary walls W5 to W7 by Holman and Tuozzolo [24] were used to support the construction of a large electrical vault, for which the site accessibility was very limited in size and the construction schedule was aggressive. Walls W8 and W9 by Wei [25] were from an MSE/soil nail hybrid project where the soil nail walls were sitting beneath the MSE walls for an overpass of a road.
It is noted that for a soil nail, there were several strain gauges mounted along its length, and only the one that gave the maximum nail load was adopted. In the database by Lin et al. [6], the soil nail walls were typically less than 10 m high with horizontal back slope and vertical facing structure. Those walls were built in a wide variety of cohesive and noncohesive soils, including sand, silty sand, clayey silt, residual soil, and weather rock. Despite various soil types, the soil friction angles varied in a relatively narrow rages, i.e., from 33° to 38°. Three walls were surcharged with an equivalent soil height less than 6 m; the majority were under selfweightloading conditions.
In this study, by surveying the literature, we expanded their database to include another 40 data points from ten soil nail walls (i.e., walls W10 to W19 in Table 1), resulting in a larger database that includes a total of 85 shortterm nail load data. Importantly, these additional data were collected from soil nail walls built in the United States, China, Poland, and South Africa. Therefore, the larger database developed in this study is more international. Walls W10 to W16 were soil nail walls built in China mainly for support of foundation pits for highrise buildings (i.e., [26, 28–31]), except for W11 by Duan et al. [27] for supporting excavation in a tunnel project. Wall W17 by Sawicki et al. [32] was the first wall built in Poland to protect and strengthen a steep slope of an excavation in loose sandy subsoil. Wall W18 by Turner and Jensen [33] was from an MSE/soil nail wall hybrid project in the United States aiming at demonstrating the feasibility of using soil nails for stabilization of active landslides. Wall 19 by Jacobsz and Phalanndwa [34] was used to support an excavation for a railway line in South Africa.
The newly added data were from soil nail walls that were typically built in clayey silt and sand. In general, the friction angles varied widely, i.e., from 10° to 38° but typically less than 30°. The wall heights were from about 6 m to 12 m, which were typical. All the walls had horizontal back slopes while most had inclined facing. The walls were typically subjected to selfweight loads.
By examining the source documents carefully, we found that two maximum load measurements in Turner and Jensen [33] were anomalously large compared to other measurements in the same nails. The strain gauges giving these two large nail loads were mounted near the facing, leading to the possibility that the anomalously large measurements could have been due to the bending of the nails due to the facing installation. As a result, these two questionable data were not adopted; instead, the second largest measurements in the same nails were adopted.
In addition, the source documents do not specify whether or not the strain gauge measurements had been calibrated against temperature. Hence, the effect of temperature is not considered in the development of the simplified nail load model in this study. It is also revealed that some source documents also reported longterm nail loads which were recorded several years after completion of wall construction. However, since this study is exclusively focused on prediction of shortterm nail loads, those longterm data are thus not included in the analyses to follow.
The larger database () developed in this study are divided into two data groups: a verification group (group 1) and a validation group (group 2). The verification group contains 74 data and is used to determine the expressions for the simplified nail load estimation model. Then, the developed simplified nail load model is validated using the validation group, which contains 11 data points. After the validation, the empirical constants appearing in the simplified model are updated using all collected data (i.e., data groups 1 and 2). This final updated simplified model is the model that is proposed by the present study. The model factor of this final updated model is then characterized.
Last, it should be pointed out that the importance of compiling a larger database for model evaluation and calibration should not be undervalued. The number of data points in the present database is almost doubled compared to the previous one by [6]. It contains nail load data from wider working conditions. When a model is scrutinized within a larger context, the merits and demerits of the model can be seen more clearly. From a statistical and also practical point of view, a larger database is desirable as it provides more confidence on the quantitative model estimation and calibration outcomes.
4. Formulation of the Empirical Correction Term
Dithinde et al. [18] summarize two regression approaches that are widely used in the literature for determination of . The first approach is the generalized model factor framework which regresses measured nail loads against theoretical values, and is a function of expressed as . The second approach is to regress measured nail loads against each input parameter of , and is expressed as . Both approaches are adopted for determination of in Equation (1).
4.1. Generalized Model Factor Approach
The parameter in Equation (2) must be specified before further analyses can be carried out. The range of ratio of to is commonly assumed to be from 1/2 to 2/3 for different types of retaining walls (e.g., [35]). Based on this range, is first selected in this study for analysis while the justification is presented later.
As the nail load data were collected from soil nail walls under different working conditions, for example, some data were from nails in hybrid soilnail/MSE walls while others were not; it should first check that whether or not the formulation of depends significantly on the wallworking conditions. To do the check, this study divides the verification data group () into different data subsets based on three criteria: (1) data from hybrid walls or pure soil nail walls; (2) data from soil nail walls with or without surcharge; and (3) data from walls in cohesive or cohesionless soils. Ideally, the data should be grouped concurrently according to these three criteria; however, as there are only 74 data in total, such a detailed datagrouping approach would make each individual data subset very small, i.e., on average less than 10 points. As a result, this study groups the data based on one criterion at one time. That being said, the 74 data are divided into two data subsets, corresponding to either criterion 1, or 2, or 3.
With measured nail loads , the measured empirical correction factors can be computed as , where is theoretical nail load as defined in Equation (1). By using the generalized model factor approach, in this study, is regressed against , where P_{a} = 101 kPa is the atmospheric pressure and A_{t} = 1.5 × 1.5 m^{2} = 2.25 m^{2} the is typical nail tributary area computed using typical horizontal and vertical nail spacing of 1.5 m [6]. The introduction of P_{a} and A_{t} is for normalization of and makes it dimensionless. Figure 2 shows the plots of versus with respect to different data subsets for soil nail walls under different working conditions.
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The first observation from Figure 2 is that the measured values in general decrease monotonically (at least visually) and nonlinearly with increasing values. The measured is more likely to be larger than 1 for , meaning that the true nail load is more likely to be underestimated if taken as . For larger values, e.g., >0.2, the true nail load is more frequently overpredicted if taken as since the value is much likely smaller than 1. The second observation is that the overall trend between and holds regardless of wallworking conditions, i.e., nails in pure soil nail walls or in hybrid walls, walls with or without surcharge, and walls in cohesive and cohesionless soils. Hence, in the following analyses for the formulations for , all the measured data () will be used.
Various formulations could be proposed for , e.g., nonmonotonic, higherorder functions. Sophisticated functions, although might fit the data better, are undesirable due to the complexity. In addition, they could result in overfitting issues. This study advocates the adoption of simple formulations for practical purpose. Therefore, four simple candidate expressions were examined, including exponential, linear, logarithmic, and power functions. The four expressions can be written as follows:where and are the empirical constants to be determined. The determination of and must satisfy three criteria: (1) the mean of model factor, , for Equation (1) should be equal to one; (2) the COV of model factor, COV_{M}, should be as small as possible; and (3) the model factor, M, should be a random variable, which means that M is not statistically correlated to any input parameters or the calculated values using Equation (1).
The steps to determine the optimal values of and b are as follows: (1) select an expression for (e.g., Equation (3a)) and substitute into Equation (1); (2) compute model factors as where are the measured nail load values and are matching calculated values using Equation (1); and (3) determine the values of and as the pair that minimizes COV_{M} (Criterion 2) while keeps = 1.00 (Criterion 1).
Table 2 summarizes the analysis outcomes using the generalized model factor framework and data group 1 (). The minimal COV_{M} was 0.535 corresponding to being a power function of (Equation (3d)) with a = 0.34 and b = −0.47. To verify the randomness of M for this case, Spearman’s rank correlation test was applied to M against which gave the value of 0.54 (>0.05), indicating rejection of the null hypothesis that the two datasets are statistically correlated at a level of significance of 5%. Further examinations showed that there is correlation at a level of significance of 5% between M and the nail depth h. This independency between M and h was doubly confirmed by the outcome of Pearson’s correlation test. Hence, the calibrated expression in this case is judged to be unsatisfactory.
 
Note: (101 kPa) is the atmospheric pressure, and (1.5 m × 1.5 m = 2.25 m^{2}) is the typical tributary area. They are introduced to make the empirical correction term dimensionless. 
For with other formulations (i.e., exponential, linear, and logarithmic), the COV_{M} values for Equation (1) are all higher, and M is also correlated to h for all the three cases. This suggests inadequacy for calibrating to the level of as the generalized model framework provides no physical insight on the sources of statistical correlations [18]. Calibration to the level of each input parameter is needed.
4.2. Correction Term as a Function of Input Parameters
This approach assumes that is a function of input parameters of Equation (1) and can be generally expressed as . The formulation of could be too complicated to be practical if all the input parameters are taken into account. A common strategy to simplify the formulation of is to identify and address the most important influential factors, while ignoring those that are of secondary significance. This can be easily done by carrying out correlation tests between measured values and values of input parameters. Note that the measured value is computed as based on Equation (1) where is the measured nail load and is the theoretical value as defined earlier in this paper.
Table 3 shows the and values between and each input parameter using both Spearman’s rank and Pearson’s correlation tests. It appears that the measured values are strongly correlated to the depths of nail head h, but independent of , , and at the level of significance of 5%. For the soil unit weight, , the value from Spearman’s rank test was 0.04, slightly lower than 0.05, suggesting a correlation between and . On the contrary, Pearson’s correlation test result suggested the opposite, value = 0.32 (far exceed 0.05). To further investigate whether or not should be formulated into , the four simple expressions adopted earlier were used to fit against , and the coefficients of determination (R^{2}) were computed. The results showed that the R^{2} values were 0.015, 0.014, 0.011, and 0.012 for exponential, linear, logarithmic, and power functions of , respectively. These R^{2} values were very small, indicating that including into the formulation of is reluctant to improve the accuracy at a noticeable extent. Moreover, in reality, the unit weight of soils that are suitable for soil nailing applications usually varies in a relative small range. As a result, in this study, the formulation of was greatly simplified to be as . The introduction of wall height H is intended to make dimensionless. It should be pointed out that this is a different normalization treatment from that for the first case as in the first case, and are both constants regardless of walls, whereas in this second case, H varies from one wall to another. Expectedly, different normalization strategies could result in different calibration outcomes; nevertheless, the differences are insignificant and thus not quantitatively analyzed here.

Figure 3 shows the plot of measured values () versus normalized depths () using data subsets grouped based on wallworking conditions as defined earlier. The measured appears to decrease monotonically with increasing . The trend differentiates insignificantly among different wallworking conditions. Hence, further analyses are based on all data points ().
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It has been shown, e.g., [1, 5, 6], that typically increases with within the upper quarter of wall height and roughly keeps constant before reaching about 0.70.8, then decreases with larger until at round zero at the bottom of the wall. While for , it increases monotonically with increasing . They together result in the decreasing of measured values against increasing h/H. On average, the measured values are greater than 1.0 within and about , suggesting underestimation of nail loads if taken as . For greater depth (i.e., ), nail loads would generally be overestimated if taken as . The reason for this is that the nail load data were collected from soil nail walls built following the topdown construction procedure, which resulted in larger lateral deformations and hence more mobilization of nail tensile loads at shallower depth (i.e., closer to the top of the walls).
Again, the four simple expressions were adopted, i.e., exponential, linear, logarithmic, and power functions. Steps to determine the formulation of are similar to those for . Calibration outcomes using data group 1 () are summarized in Table 2. The smallest COV_{M} is achieved as 0.424 when is a linear function of h/H. Spearman’s rank correlation test outcomes showed that, in this case, the model factor M is not correlated to and any input parameters at a level of significance of 5%. Therefore, the calibration outcomes are satisfactory.
Figure 4(a) shows the plots of measured versus computed nail loads using Equation (1) with and a = −1.45 and b = 1.53 (from Table 2). The majority of the data points scatter within and 2. The causes of deviation of data points from the line of include the randomness and spatial variability of soil properties, variation in time to record the strain gauge readings, systematic errors in conversion from strain gauge readings to nail loads, and underlying model errors of Equation (1), as explained in [6]. Figure 4(b) shows the plots of model factors against computed nail loads, and expectedly, there is no visual trend between M and as the value is larger than 0.05.
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Based on Table 2, taking the correction term in Equation (1) as a linear function of h/H gives the best outcomes in terms of COV_{M}. As such, Equation (1) is now expressed as follows:where a = −1.45 and b = 1.53 based on data group 1.
4.3. Validation and Update of the Developed Simplified Nail Load Model
The measured nail loads in data group 2 are plotted against the corresponding computed nail loads using Equation (4) with a = −1.45 and b = 1.53, as shown in Figure 4(a). The data points basically fall between M = 0.5 and M = 1.5. Based on data group 2, the model factor of Equation (4) is found to have a mean of = 1.19 with a COV of COV_{M} = 0.325. These values are comparable to those using data group 1, which are 1.00 and 0.424, respectively. A twosample Kolmogorov–Smirnov test was applied to the two model factor datasets. The results showed that the two distributions are not significantly different at a level of significance of 0.05. Furthermore, Spearman’s rank correlation test is applied to the computed model factors against the computed nail loads, giving Spearman’s = −0.25 and value = 0.47 > 0.05 as shown in Figure 4(b). The correctness of Equation (4) is thus demonstrated.
Data group 2 is now merged into data group 1 to form a larger data group (n = 74 + 11 = 85). This larger data group is then used to update the empirical constants a and b in Equation (4). The final optimal values are a = −1.45 and b = 1.55 after rounded up to two decimal places, which are very close to those previously determined based on data group 1. The corresponding mean and COV of the model factor are = 1.00 and COV_{M} = 0.412. No dependencies between M and or any input parameters are detected. Equation (4) with a = −1.45 and b = 1.55 is the proposed simplified nail load model in the present study.
4.4. Influence of Ratio of δ/ϕ on
The ratio of friction angle at facingsoil interface (δ) and soil friction angle (ϕ) was taken as 1/2 in the analyses presented above. The influence of ratio of δ/ϕ on the calibration outcomes is examined using all data groups. Figure 5 shows that as the δ/ϕ ratio increases from 0 to 1.0, the minimal COV_{M} decreases from 0.419 to 0.403, given is maintained at 1.00. The reduction is even smaller within the typical range of interest, i.e., δ/ϕ from 1/2 to 2/3. From a practical point of view, the influence of δ/ϕ on the minimal COV_{M} value is judged to be negligible. Hence, using δ/ϕ = 1/2 in the previous analyses is justified.
4.5. Characterization of Distribution of Model Factor
The model uncertainty of Equation (4) with a = −1.45 and b = 1.55 for estimation of nail loads was shown to have = 1.00 and COV_{M} = 0.412. Figure 6 shows the cumulative distribution function plot of the model factors. The vertical axis is the standard normal variable, z. The horizontal axis is in log scale.
Visually, a firstorder polynomial seems adequate to capture the overall data trend. This is quantitatively confirmed by the outcomes of Kolmogorov–Smirnov (KS) test that was applied to the logarithm of the model factor (M) values. The KS test results suggested that the logarithm of the M values can be considered to be significantly drawn from normally distributed populations. This means that M can be taken as a lognormal random variable. The KS test was also applied directly to the M values, which suggested that M can also be taken as a normal random variable. However, the main disadvantage of using normal distribution model is that negative M values could be generated using the Monte Carlo simulation technique, which is physically impossible based on the definition of M (i.e., measured to computed nail load). From this perspective, model factor M is always considered lognormally distributed in the literature (e.g., [36–38]). Cautions are required when taking M as a normal random variable in reliabilitybased design or calibration of resistance factors for load and resistance factor design methods.
5. Comparisons to Default and Modified FHWA Simplified Nail Load Models
The default FHWA simplified model to estimate maximum loads in soil nails is based on an empirical trapezoid envelope roughly fitted to the data collected by Banerjee et al. [22]. The model equation is written as follows [1, 4, 5]:
Parameters in the equation are as defined earlier in this paper. Equations (4) and (5) are similar in formulation but there are two differences. First, the height of wall, H, is used in Equation (5), while for Equation (4), the depth of nail head, h, is used. Second, the expression of the empirical correction term, , is different. for the default FHWA simplified model is a piecewise function of expressed as follows:where the function contains a total of five empirical constants, including a = 1.25, b = 0.50, c = 0.75, d = 2.03, and e = −1.83. The model uncertainty of the default FHWA simplified model was evaluated by [6]. They concluded that the performance of Equation (5) jointly with Equation (7) is unsatisfactory, and then they modified the expression of for accuracy improvement as follows:
The number of empirical constants were reduced to three, i.e., a, b, and c. The values of the empirical constants are a = −0.67, b = 0.84, and c = 0.25 for nails during or at completion of wall construction. Equation (5) jointly with Equation (7) is called modified FHWA simplified nail load estimation model in this paper.
The empirical constants a, b, and c in Equation (7) were calibrated using a subset of the database presented in this study, i.e., n = 45 [6]. Now the total number of data points has been expanded to 85. To allow a fair comparison, Equation (7) was recalibrated using the present expanded database. The optimal set of a, b, and c values was computed as a = 0.04, b = −0.14, and c = 1.20, after rounded to two decimal places. The model factor of the modified FHWA simplified nail load equation was then reestimated. After recalibration, the model factor of the modified FHWA simplified model has a mean of 1.00 and a COV of 0.454.
A comparison of model uncertainty of each nail load estimation model using all data groups is presented in Table 4. The default FHWA simplified model is excessively conservative since on average it overestimates the maximum nail loads by about 40%. The spread in prediction quantified as COV_{M} is over 50%. Moreover, the model factor of the default FHWA simplified model is statistically correlated to calculated values and input parameters of and . All these suggest unsatisfactory performance of the default FHWA simplified model in prediction of nail loads during or at completion of wall construction. While for the recalibrated modified FHWA simplified model and the simplified model proposed by the present study, based on the collected data (i.e., data groups 1 and 2), both models are much better than the default FHWA model as they are accurate on average, and the dependency issue of the model factors is not present. Nonetheless, the present model is more advantageous as it has less scatter in prediction, i.e., COV_{M} = 0.412 for the present model versus COV_{M} = 0.454 for the recalibrated modified FHWA model. Last, the present model has only two empirical constants, compared to five and three for the default and modified FHWA simplified models, respectively.
 
Note: (1.5 m × 1.5 m = 2.25 m^{2}) is the typical tributary area; based on both data groups, i.e., data groups 1 and 2 (). 
6. Concluding Remarks
A simplified model for estimation of maximum tensile loads for soil nails during or at completion of wall construction is developed in this study based on a total of 85 measured data collected from instrumented soil nail walls reported in the literature. The formulation of the developed simplified model has two multiplicative components: one is the theoretical nail loads expressed as the product of lateral active Earth pressure at depth of the nail head and the tributary area where the nail head centers; the other is a simple correction term (function) with two empirical constants introduced for improvement of estimation accuracy. The 85 collected measured nail load data are divided into two data groups. Data group 1 is used to determine the optimal values of the two empirical constants in the simple correction term using both the generalized model factor framework approach and the approach of model factor as a function of input parameters introduced in Dithinde et al. [18]. Here, model factor is defined as the ratio of measured to calculated nail load. Then the developed simplified nail load model is validated using data group 2. After validation, the two data groups are merged into one larger dataset and used to update the values of the two empirical constants in the proposed simplified nail load equation.
Based on the collected nail load data, the model factor of the developed simplified nail load estimation equation has a mean of 1.00 and a COV of about 40%. Moreover, the model factor is not statistically correlated to the magnitude of the calculated nail load or any input parameters of the proposed nail load equation. In addition, there are less empirical constants in the present simplified nail load model equation compared to the default and modified FHWA simplified models [1, 4–6], i.e., the number of empirical constants is two versus five and three. Finally, the model factor of the proposed simplified model is characterized as a lognormal random variable based on the result of the Kolmogorov–Smirnov test.
The simplified nail load model developed in this study is compatible with the current soil nail wall design framework proposed in the FHWA soil nail wall design manual [1]. Also, the model uncertainty of the simplified model has been quantified and therefore the model is practically valuable to both direct reliabilitybased design and load and resistance factor design (LRFD) of internal limit states of soil nail walls, i.e., nail pullout limit state and nail tensile yield strength limit state.
Last, it is reminded that design methodologies, construction techniques, and site conditions differ from one soil nail wall project to another. Hence, the nail load database developed in this study should be taken as a “general” database. The proposed model based on such a database does not necessarily apply to any specific soil nail wall projects. In practice, design engineers must review and compare all the conditions against those specified in the present database and utilize their expertise to judge the suitability of the proposed default model. Moreover, for cases where projectspecific nail load data are available, the Bayesian updating approaches (e.g., [39–41]) can be employed to refine the proposed default model to reflecting the specific site conditions of the projects.
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
References
 C. A. Lazarte, H. Robinson, J. E. Gómez, A. Baxter, A. Cadden, and R. Berg, Geotechnical Engineering Circular No. 7 Soil Nail Walls—Reference Manual, Federal Highway Administration (FHWA), Washington, DC, USA, 2015, U.S. Department of Transportation Publication No. FHWANHI14007.
 I. Juran and V. Elias, Soil Nailed Retaining Structures: Analysis of Case Histories, ASCE, New York, NY, USA, 1987, Geotechnical Special Publication No. 12.
 I. Juran, G. Baudrand, K. Farrag, and V. Elias, “Kinematical limit analysis for design of soilnailed structures,” Journal of Geotechnical Engineering, vol. 116, no. 1, pp. 54–72, 1990. View at: Publisher Site  Google Scholar
 C. A. Lazarte, Proposed Specifications for LRFD SoilNailing Design and Construction, Transportation Research Board, National Research Council, Washington, DC, USA, 2011, NCHRP Report 701.
 C. A. Lazarte, V. Elias, D. Espinoza, and P. J. Sabatini, Geotechnical Engineering Circular No. 7 Soil Nail Walls, Federal Highway Administration (FHWA), Washington, DC, USA, 2003, U.S. Department of Transportation Publication No. FHWA0IF03017.
 P. Lin, R. J. Bathurst, and J. Liu, “Statistical evaluation of the FHWA simplified method and modifications for predicting soil nail loads,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 143, no. 3, Article ID 04016107, 2017b. View at: Publisher Site  Google Scholar
 K. K. Phoon and F. H. Kulhawy, “Characterization of model uncertainties for laterally loaded rigid drilled shafts,” Géotechnique, vol. 55, no. 1, pp. 45–54, 2005. View at: Publisher Site  Google Scholar
 K. K. Phoon and C. Tang, “Model uncertainty for the capacity of strip footings under positive combined loading,” in Proceedings of Geotechnical Safety and Reliability: Honoring Wilson H. Tang (GSP 286), J. Huang, G. A. Fenton, L. Zhang, and D. V. Griffiths, Eds., pp. 40–60, ASCE, Reston, VA, USA, June 2017. View at: Google Scholar
 C. Tang and K. K. Phoon, “Model uncertainty of cylindrical shear method for calculating the uplift capacity of helical anchors in clay,” Engineering Geology, vol. 207, pp. 14–23, 2016. View at: Publisher Site  Google Scholar
 P. Lin, R. J. Bathurst, S. Javankhoshdel, and J. Liu, “Statistical analysis of the effective stress method and modifications for prediction of ultimate bond strength of soil nails,” Acta Geotechnica, vol. 12, no. 1, pp. 171–182, 2017a. View at: Publisher Site  Google Scholar
 R. J. Bathurst, T. M. Allen, and A. S. Nowak, “Calibration concepts for load and resistance factor design (LRFD) of reinforced soil walls,” Canadian Geotechnical Journal, vol. 45, no. 10, pp. 1377–1392, 2008. View at: Publisher Site  Google Scholar
 T. M. Allen and R. J. Bathurst, “Improved simplified method for prediction of loads in reinforced soil walls,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 141, no. 11, Article ID 04015049, 2015. View at: Publisher Site  Google Scholar
 Y. Yu and R. J. Bathurst, “Analysis of soilsteel bar mat pullout models using a statistical approach,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 141, no. 5, Article ID 04015006, 2015. View at: Publisher Site  Google Scholar
 D. M. Zhang, K. K. Phoon, H. W. Huang, and Q. F. Hu, “Characterization of model uncertainty for cantilever deflections in undrained clay,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 141, no. 1, Article ID 04014088, 2015. View at: Publisher Site  Google Scholar
 International Organization for Standardization, General Principles on Reliability of Structures, ISO2394, Geneva, Switzerland, 2015.
 K. K. Phoon, “Role of reliability calculations in geotechnical design,” Georisk: Assessment and Management of Risk for Engineered Systems and Geohazards, vol. 11, no. 1, pp. 4–21, 2017. View at: Publisher Site  Google Scholar
 P. Lin and R. J. Bathurst, “Influence of crosscorrelation between nominal load and resistance on reliabilitybased design for simple linear soilstructure limit states,” Canadian Geotechnical Journal, vol. 55, no. 2, pp. 279–295, 2018. View at: Publisher Site  Google Scholar
 M. Dithinde, K. K. Phoon, J. Ching, L. M. Zhang, and J. V. Retief, “Statistical characterization of model uncertainty,” in Chapter 5, Reliability of Geotechnical Structures in ISO2394, pp. 127–158, CRC Press/Balkema, Boca Raton, FL, USA, 2016. View at: Google Scholar
 R. J. Byrne, D. Cotton, J. Porterfield, C. Wolschlag, and G. Ueblacker, Manual for Design and Construction Monitoring of Soil Nail Wall, Federal Highway Administration (FHWA), Washington, DC, USA, 1998, U.S. Department of Transportation Publication No. FHWASA96069R.
 AASHTO, AASHTO LRFD Bridge Design Specifications, AASHTO, Washington, DC, USA, 7th edition, 2014.
 FHWA, Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes—Volume I, Federal Highway Administration (FHWA), Washington, DC, USA, 2009, FHWANHI10024, FHWA GEC 011Vol I.
 S. Banerjee, A. Finney, T. D. Wentworth, and M. Bahiradhan, “Evaluation of design methodologies for soilnailed walls,” in Volume 2: Distribution of Axial Forces in Soil Nails Based on Interpolation of Measured Strains, Washington State Department of Transportation (WARD 371.2), Olympia, WC, USA, 1998. View at: Google Scholar
 C. K. Shen, S. Bang, J. M. Romstad, L. Kulchin, and J. S. Denatale, “Field measurement of an earth support system,” Journal of the Geotechnical Engineering Division, vol. 107, no. GT12, pp. 1625–1642, 1981. View at: Google Scholar
 T. Holman and T. Tuozzolo, “Load development in soil nails from a straingauge instrumented wall,” in Proceedings of 2009 International Foundation Congress and Equipment Expo Contemporary Topics in Ground Modification, Problem Soils, and GeoSupport, pp. 25–32, Orlando, FL, USA, March 2009. View at: Google Scholar
 Y. Q. Wei, “Development of equivalent surcharge loads for the design of soil nailed segment of MSE/Soil nail hybrid retaining walls based on results from fullscale wall instrumentation and finite element analysis,” Texas Tech University, Lubbock, TX, USA, 2013, Ph.D. thesis. View at: Google Scholar
 M. J. Zhang and Z. X. Guo, “Research on behaviors of soil nailing by field test,” Chinese Journal of Geotechnical Engineering, vol. 23, no. 3, pp. 319–323, 2001, in Chinese. View at: Google Scholar
 J. L. Duan, Y. H. Tan, Y. W. Fan, and F. Lu, “Field testing study on composite soil nailing,” Chinese Journal of Mechanical Engineering, vol. 23, no. 12, pp. 2128–2132, 2004, in Chinese. View at: Google Scholar
 G. H. Yang, “Calculation of soil nail forces and displacement in soil nailing retaining wall,” Rock and Soil Mechanics, vol. 33, no. 1, pp. 137–146, 2012, in Chinese. View at: Google Scholar
 J. Cao, M. G. Xiao, and X. H. Xu, “Estimating of the axial nailing stress in soil nailed walls,” Soils and Foundations, vol. 27, no. 3, pp. 80–82, 2013, in Chinese. View at: Google Scholar
 A. N. Liu, Q. Z. Lai, R. G. Wu, and C. Y. Su, “Monitoring and analysis of soil nail axial force on the upper part of a soil nail wall for the deep foundation,” Journal of Sichuan University (Natural Science Edition), vol. 28, no. 1, pp. 59–62, 2015, in Chinese. View at: Google Scholar
 S. G. Wang, Q. W. Duan, and Y. Y. Wang, “Research on the soil nail wall by field tests,” Building Science, vol. 26, no. 1, pp. 90–92, 2010, in Chinese. View at: Google Scholar
 A. Sawicki, D. Lesniwwska, and M. Kulczykowski, “Measured and predicted stresses and bearing capacity of a full scale slope reinforced with nails,” Soils and Foundations, vol. 28, no. 4, pp. 47–56, 1998. View at: Google Scholar
 J. P. Turner and W. G. Jensen, “Landslide stabilization using soil nail and mechanically stabilized earth walls: case study,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 131, no. 2, pp. 141–150, 2005. View at: Publisher Site  Google Scholar
 S. W. Jacobsz and T. S. Phalanndwa, “Observed axial loads in soil nails,” in Proceedings of 15th African Regional Conference on Soil Mechanics and Geotechnical Engineering, Maputo, Mozambique, July 2011. View at: Google Scholar
 B. M. Das, Principles of Foundation Engineering, Cengage Learning, Boston, MA, USA, 2018.
 D. Kim and R. Salgado, “Load and resistance factors for external stability checks of mechanically stabilized earth walls,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 138, no. 3, pp. 241–251, 2012a. View at: Publisher Site  Google Scholar
 D. Kim and R. Salgado, “Load and resistance factors for internal stability checks of mechanically stabilized earth walls,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 138, no. 8, pp. 910–921, 2012b. View at: Publisher Site  Google Scholar
 P. Lin, J. Liu, and X. Yuan, “Reliability analysis of soil nail walls against external failures in layered ground,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 143, no. 1, Article ID 04016077, 2017d. View at: Publisher Site  Google Scholar
 Y. Wang, Z. Cao, and D. Li, “Bayesian perspective on geotechnical variability and site characterization,” Engineering Geology, vol. 203, pp. 117–125, 2016. View at: Publisher Site  Google Scholar
 L. Zhang, D. Q. Li, X. S. Tang, Z. J. Cao, and K. K. Phoon, “Bayesian model comparison and characterization of bivariate distribution for shear strength parameters of soil,” Computers and Geotechnics, vol. 95, pp. 110–118, 2018. View at: Publisher Site  Google Scholar
 W. H. Zhou, F. Tan, and K. V. Yuen, “Model updating and uncertainty analysis for creep behavior of soft soil,” Computers and Geotechnics, vol. 100, pp. 135–143, 2018. View at: Publisher Site  Google Scholar
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Copyright © 2018 Yongqiang Hu and Peiyuan Lin. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.